Hi, I have a similar scenario where the truss is subjected to both wind and temperature loading. I have assigned a hinge and roller support to the truss; the roller is translating in both directions because of wind and temp loading. To accommodate movement, I am using a ball bearing with stopper plates to restrict excessive displacement while providing the necessary deflection allowance. My Questions: 1. If the ball bearing comes into contact with the stopper plate at its extreme deflection limit, will the connection start behaving like a hinge? If so, do I need to check my truss supporting beam for additional reactions due to hinge behavior? 2. Would using a Teflon bearing plate solve this issue, or would it also behave like a hinge once it reaches its displacement limit? ( I donot know  teflon plate behaviour) For example, if the truss deflection exceeds the allowable displacement range of the Teflon plate, will it introduce unintended forces at the connection? just like roller and stopper plate connection Would appreciate insight, Thank you   Please advice

Hi, Greetings sagacious colleagues, As per the attached pictures, could anybody assist me regarding the following concerns, Why is NDT required, if not why? Method of repair and what will be the plan on the damaged reinforcement, especially the main bar, will it be cut and use a new one through spliced (welding, stirrups, etc.)? Which type of material is to be required? Thank you.

Strength design lateral loads

Should drift be checked in strength design condition or service condition of structure?

etabs solve this quite good. or you can use prokon to calculate shearW

Send the model included. 3m is too long for a normal cantiliver beam

Joint assignment for RCC Wall in basement in a frame structure modelled in SAP2000 Hello, I am designing a frame structure in SAP2000 which has a RCC wall in basement upto the bottom of floor beams.  Should I divide the wall into 2'x2' squares and then assign fixed supports to all the wall shells or not?

The cantilever beams fails in shear even if the size is increased. Can torsional modifier of 0.001 be applied on these beams considering the case of compatibility torsion? or is this the case of equilibrium torsion? 

Dear Members,   I am currently designing a warehouse with a span of 125'-0". The structure is being modeled as a metal building. Deflection is within allowable limits, but 6" deflection could disrupt roof components. Reducing the deflection further makes the metal building design uneconomical.   To address this, I'm planning to design truss frame for comparison. Could you please recommend a suitable type of truss to resolve these issues? Additionally, any special guidelines for truss design would be greatly appreciated.   Thank you in advance for your assistance.  

Hi there, I had the same issue, and the FEM results in tables are per unit width (1 m), so Modeled the strips with 1 m width, and the results are way much different (almost 50% less than those on fem results table !! so what would be the problem?